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DGT-19-552.0-A i �6T 03-I�-552I Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Permit No.: DGT-03-19-552 FfPermit Type: Decks/Gazebos/Trellises UWork Classifcation: Pergola Permit Status: Approved Issue Date: Location Address Parcel Number 1273 NE 92ND ST, Miami Shores, FL 33138 1132050270260 Contacts Expiration: 12/02/2019 JULIO GONZALEZ Owner HOME OWNER Contractor 1273 NE 92 ST, MIAMI SHORES, FL 33138 HOME OWNER Other:7544233867 Description: REPLACE WOOD DECK TO CONCRETE PATIO WITH Valuation: $ 10,000.00 Inspection Requests: PERGOLA 305-762-4949 Total Sq Feet: 730.00 Fees Amount Application Fee - Other $50.00 CCF $6.00 DBPR Fee $10.88 DCA Fee $7.25 Education Surcharge $2.00 Gazebos, Trellises and Pergolas Fee $375.00 Planning and Zoning Review Fee $35.00 Scanning Fee $12.00 Structural Review ($45) $45.00 Structural Review ($45) $45.00 Technology Fee $18.13 Total: $606.26 Payments Date Paid Amt Paid Total Fees $606.26 Credit Card 06/05/2019 $556.26 Credit Card 03/13/2019 $50.00 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, 1 agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting t s permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are requirgd for IfLECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIIT) I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constr �jn nd zoning. Futhermore, I authorize the above named contractor to do the work stated. Authorized Sig&?$$: Owner / Applicant / Contractor / Agent Date June 05, 2019 1 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 7S6-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION O( BUILDING ❑ ELECTRIC ❑ ROOFING .RECEIVED 4R 13 2019 FBC'2o 1t Master Permit No. VC T - V 3:Ida _ �j J Sub Permit No. ❑ REVISION ❑ EXTENSION [:]RENEWAL PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: L 911�// S City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:�/Z 320,;T 0,2� 0ab-0 Is the Building Historically Designated: Yes NO oC Occupancy Type: .5!;54 Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name Fee Simple Titleholder): G/ C�' G� �� ( p ) Phone#: �S� 4/,.Z33,R6 Address: /Z23 "VC City: /"l PA7,7 Tenant/Lessee Name: // Email: gw'Lt'o q 07-2-p CONTRACTOR: Company Name: Address: City: Qualifier Name: State Certification or Registration #: State: Zip: __s -3 / O�p Phone#: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: Value of Work for this Permit: $ 0. Ovo Type of Work: ❑ Addition /❑ Alteration Descripti of Work: C / ? � Zip: City: State: Zip: Square/Linear Footage of Work: 0 SZ ❑ New , ® Repair/Replace ❑ODeolition Specify color of color thru tile: k Submittal Fee $ 9>' Permit Fee $ CCF $ ' Cr0/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ 55�0 ' ro (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occ seve (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved a rein4ction fee will be charged. XSignature NER or AG The foregoing ins nt was acknowledged before me this �3 d y of M Af'�Gl 20 (� by Gw­? mho is personally known to me or who has produced—'� (A 'Nas SA identification and who did take an oath. NOTARY U LIC: Si Print: (4t-_�- I Seal: ************************ APPROVED BY Signature CONTRACTOR The foregoing instrument was acknowledged before me this day of , 20 , by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: t: SINDIA ALVAREZ S I: W COMMISSION # GG 238273 EXPIRES: September 3, 2022 bnm Thru Notary PublIc Underwriters LI Plans Examiner �56� Zoning t p Structural Review (Revised02/24/2014) Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 �OWNER BUILDER DISCLOSURE STATEMENT NAME: :jai! ORk DATE: ADDRESS: 10-7-3_ M'g 92 9� //i�'�`� S �e� 3.5 3 oo Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building.must.be for your own use and occupancy. It may not be built foe sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though 1 do not have a license. Initial 2. 1 understand that building permits are not required to be signed by a property owner unless he ors is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. Initial 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may riot be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which v lates the exemption. Initial 5. 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial ' 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persoriworking on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by co my municipal ordinance. ' -� .. Initial 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contrac r who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. Initial — /V 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will bide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the ternal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact Florida Construction Industry Licensing Board at 850.487,1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.htmi Initial 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and unders ands that I am the party legally and financially responsible for the proposed construction activity at the following address: IF /Z,>�tZj2� 971 f Initial 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the in r ation that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a pers ho does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may a unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this l 3 day of M.� , 20 (� By j U U 6 (! �;- r-- � V--va who was personally known to me or who has Produced thtre tense � �Q--DC4 �,UD� `� OWNER identification. NOTARY SINDIA ALVAREZ ' MY COMMISSION # GG 238273 EXPIRES: September 3, 2022 � . , eS,', ems "n.,.. uemry Public UndelMrtil0f9 Property Search Application - Miami -Dade County Page 1 of 1 OFF'ICE OF THE PROPERTY APPRAISER s; Summary Report Property Information Folio: 11-3205-027-0260 Property Address: 1273 NE 92 ST Miami Shores, FL 33138-2936 Owner JULIO G GONZALEZ RITA FERNANDES Mailing Address 1273 NE 92 ST MIAMI SHORES, FL 33138 USA PA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths / Half 2/2/0 Floors 1 Living Units 1 Actual Area Sq.Ft Living Area Sq.Ft Adjusted Area 2,232 Sq.Ft Lot Size 9,375 Sq.Ft Year Built 1971 Assessment Information Year 2018 2017 2016 Land Value $337,500 T$3337,500 $314,250 Building Value $172,980 ,820 $163,115 XF Value $397 $403 $408 Market Value $510,877 $499,723 $477,773 Assessed Value $510,877 $499,723 $477,773 Benefits Information Benefit Type 2018' 2017 2016 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description 5 53 42 BAY LURE PB 44-63 LOT 15 BLK 2 LOT SIZE 75.000 X 125 OR 19451-0246 12 2000 4 Generated On : 3/13/2019 Taxable Value Information 2018 2017 2016 County Exemption Value $0 $0 $0 Taxable Value $510,877 $499,723 $477,773 School Board Exemption Value $0 $0 $0 Taxable Value $510,877 $499,723 $477,773 City Exemption Value $0 $0 $0 Taxable Value $510,877 $499,723 $477,773 Regional Exemption Value $0 $0 $0 Taxable Value $510,877 $499,723 $477,773 Sales Information Previous OR Book - Price Qualification Description Sale Page 30001- Corrective, tax or QCD; min 07/15/2015 $100 4218 consideration 29470- Financial inst or "in Lieu of Forclosure" 01/05/2015 $413,000 1890 stated 27249- Financial inst or "in Lieu of Forclosure" 03/03/2010 $210,100 4679 stated 19451- Sales which are disqualified as a result 12/01/2000 $0 0246 1 of examination of the deed The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version https://www.miamidade.gov/propertysearch/ 3/13/2019 i + � 1 STRUCTURAL CALCULATIONS Project: Julio Gonzalez, 1273 NE 92 St Date: 3/2/2019 Sheet 1-Cover Pergula calculations and Calculation index Sheet 2-4 Wind load calculations uplift Sheet 5-7 9' high CMU wall Sheet 8-10 6' high CMU wall Pergula 9 rafters x 2"/12in [ Wind load calculations Area of uplift is smz 9' high CMU Wall (fence) negligible uplift 6' high CMU Wall (fence) 3.14 x 1' x 1' = 3.14 ft sq 3.14 ft sq x 3' deep x 150 Ibs / sq ft = 1413 Ibs per pergula 2' diameter foundation uplift OK . . .... ...... ...... .. .. ...... .... . ..... ...... . . ..... . . . . . .. .. 419 .. ...... ...... . . . . . ..... ...... .. . . .. . . 0000 `sF •. O * . No Sq • 735 �0: STATE ' :'� • TE OF • 4Z �....... R 1 D P '���.` ` ENG,,�. A WIND LOAD ANALYSIS (ASCE 7-10 and FBC 2014) Project: Julio Gonzalez Miami Springs, FI Engineer: B.T. Printed on: 314119 Building Characteristics h = 9.00 ft L = 10.00 ft (Short, horizontal dimension of a building measured parallel to the wind direction) B= 19.00 ft (Long, horizontal dimension of a building measured normal to the wind direction) h/L = 0.90 (To det. Cp, ASCE 7-10) L/B= 0.53 (To det. Cp, ASCE 7-10) z = 5.40 ft (ASCE 7-10, Table 26.9-1, page 256, Terrain Exposure Constants) Zmin = 15 ft (ASCE 7-10, Table 26.9-1, page 256, Terrain Exposure Constants) C = 0.20 ft (ASCE 7-10, Table 26.9-1, page 256, Terrain Exposure Constants) e = 500 ft (ASCE 7-10, Table 26.9-1, page 256, Terrain Exposure Constants) e = 0.20 ft (ASCE 7-10, Table 26.9-1, page 256, Terrain Exposure Constants) Design Criteria ASCE 7-10 • • • • Risk Category I I (ASCE 7-10, Section C1.5, page 380) FBC-2014, Section 1604.5 • • • Exposure C (ASCE 7-10, Section 26.7.3, page 251) FBC-2014, Section 1609.4.3 • • • ...... .. .. V = 175.00 mph (ASCE 7-10, Fig. 26.5-1, page 247) FBC-2014, Section 1620.2 • • • • • • • KZ = 0.85 (Velocity Pressure Exposure Coefficient, also Kh, ASCE 7-10 TABLE 27.3-1, page"? Eased on 1). • •; • Kd = 0.85 (Wind Directionality Factor, ASCE 7-10 TABLE 26.6-1, page 250, based on structu* �to 0 • • • • • • • Velocity Pressure •• •• •• •• 090000 • qZ = 0.00256 KZ Kd VZ [lbs/ft2] (Eq. 27.3-1) (NOTE: section 26.8 ofASCE 7-10, page 251 does not apply (i.e., Kzt=1.(:I • •: • qZ = 56.64 PSF • . . qZ asp = q z 0.6 = 33.99 PSF • .... Determination of wind pressure (p) (ASCE 7-10, chapter 27, page 259, Main Force Resisting System) P = q*G*Cp - gh(GCpi) [lb/ft2] (Eq. 27.4-1) (ASCE 7-10, 27.4.1, page 260, Rigid building of all heights) Gust Effect Factor (ASCE 7-10, 26.9, page 254, Rigid Structures) IZ = 0.228 (Eq. 26.9-7) LZ = 427.06 (Eq. 26.9-9) Q = 0.95 (Eq. 26.9-8) Therefore: G = 0.85 (= 0.85 per ASCE 7-10, section 26.9.1, cruse eq. 26.9-6) and, Gcpi+ _ G,pi_ _ Walls WINDWARD Cp = P+ _ P_ _ LEEWARD Cp = P+ = P. = SIDE Cp = P+ = P. = 0.1$ (internal Pressure Coefficient, TABLE 26.11-1, page 258) Enter 0 for open bldgs. 0.55 for partially enclosed bldgs. or 0.18 for enclosed bldgs. -0.18 (Internal Pressure Coefficient, TABLE 26.11-1, page 258) (as MWFRS as per Chapter 27 ASCE 7-10 Directional Procedure, Part 1 for all bldg. enclosure and all heights) (L/B) = 0.38 0.8 (Fig. 27.4-1, page 264) AS COMPONENTS & CLADDING (max.) (ASCE 7-10, Chap.30, page 315) 16.99 psf (with G cPi+) P = qh [(GCp) — (GCpi)] (lb/ft) (Eq. 30.4-1, pg 318, Part 1: Envelope Procedure for 29.23 psf (with G cPi -) enclosed and partially enclosed bldg.) -0.5 (Fig. 27.4-1, page 264) -20.56 psf (with G cPi +) -8.33 psf (with GcPi-) -0.7 (Fig. 27.4-1, page 264) -26.34 psf (with Gcpi+) -14.10 psf (with GcPi-) Effective Wind Area= 21.12 ft2 (1/3 hwap2 , def. ASCE 7-10, page 243) GCp (.) ZONE 5 = -1.16 (Fig.30.4-1, page 335, if 0<10° reduce by 10%) Gcp (-) ZONE 4 = -0.94 (Fig.30.4-1, page 335, if 0<10° reduce by 10%) GCp (+) ZONE 4 & 5 = 0.85 (Fig.30.4-1, page 335, if 0<10° reduce by 10%) P (-) Z5 = -45.43 psf P (-) Z4 = -38.01 psf P (+) z4,z5 = 34.92 psf ` 1 WIND LOAD ANALYSIS (ASCE 7-10 and FBC 2014) Project: Julio Gonzalez Miami Springs, FI Engineer: B.T. Printed on: 314119 Determination of wind pressure (continuation) Roof (as MWFRS) h/L = 0.90 Normal to Ridge 0 = 9.5 0 WINDWARD Cp = .0.5 (ASCE 7-10, Fig. 27.4-1, page 264) Cp = 0.2 (ASCE 7-10, Fig. 27.4-1, page 264) P+ _ -20.56 psf (with GcP; +) P+ = -0.34 psf (with G cp; +) P- _ -8.33 psf (with GcP;-) P- = 11.90 psf (with G cpi-) LEEWARD Cp = -0.6 (ASCE 7-10, Fig. 27.4-1, page 264) P+ _ -23.45 psf (with G cp; +) P- _ -11.22 psf (with G cp; -) Parallel to Ridge • .... ...... ROOF . . HORIZ. DIST FROM WINDWARD EDOE • • • Cp = -0.9 (ASCE 7-10, Fig. 27.4-1, page 264) 0 to h --> 0 to 9.00 ft • • • • • • • • • • • • • • • • P+ _ -32.12 psf (with G cp; +) • • • • • • P. _ -19.88 psf (with GcP;-) .... . ..... Cp = .0.5 (ASCE 7-10, Fig. 27.4-1, page 264) h to 2h --> ...... 9.00 ft to 18.00 ft ..' •.' . . '..'.: ..... ...... P+ _ -20.56 psf (with G cp; +) • • • P- _ -8.33 psf (with GcP;-) Cp = -0.3 (ASCE 7-10, Fig. 27.4-1, page 264) >2h --> > 18.00 ft '.; • •' P+ _ -14.78 psf (with G cp; +) P- _ -2.55 psf (with G cp; -) At overhangs (if there are no overhangs, ignore this section) Cp overhang = 0.8 (ASCE 7-10, 27.4.4, page 262) Cp windward = -0.9 (ASCE 7-10, Fig 27.4-1, page 264) P = -49.11 psf Net Uplift (as MWFRS) -26.12 psf (Interior) -43.11 psf (Overhang) 6 psf (reduction applied, 0.67 = 0.6 x 10 psf ) Roof (as Components & Cladding) (ASCE 7-10, Chap.30, page 315, Select corresponding Part No. (1 thru 5) according to building classification, usually Part 1, page 318. For Overhangs see sect. 30.7.1.3 page 321, Eq. 30.7-1) From wind analysis: qz = 33.99 PSF GCp zone I = -0.9 (Figure 30.4-2A, page 336) Net Uplift (as CA C.) GCp zone 2 = -1.1 (Figure 30.4-2A, page 336) Pzone t = -30.71 psf GCp overhang = -1.6 (Figure 30.4-2A, page 336) Pzone 2 = -37.50 psf Poverhan = -48.38 psf 6 psf (reduction applied, 0.6DL = 0.6 x 10 psf ) WIND LOAD ANALYSIS (ASCE 7-10 and FBC 2014) Determine a a = 1 ft or 3.6 ft (whichever is smaller) 1 controls but not less than 0.4 ft or 3 ft 3 controls Use a= 3 ft Windows and Doors Pressure reduction factor = 0.9 (Fig.30.4-1, page 335, if 0<10° reduce GCp by 10%) qZ = 33.99 PSF EXPOSURE C CATEGORY II P= gh[(GCp) — (GCpi)] [psf] WINDOW/ SIZE (a�%] AREA GCp(-) GCp(-) GCp(+) P_ P. P+ DOOR ID W ft (SF) ZONE 4 ZONE 5 ZONE 4 &5 ZONE 4 (-) ZONE 5 (-) ZONE 4 & 5 W 10 ft^2 3.16 3.16 10.00 -0.99 -1.26 0.90 -39.76 -48.94 36.71 DOOR 3.00 7.00 21.00 -0.94 -1.16 0.85 -38.02 -45.46 34.96 .. .... ...... ...... .. .. ...... • • • •P1inted on: • 8/6/12 • • •••• • ••••• •••••• • • ••••• • • • • • •• •• •• •• •••••• • •••••• • • • • • • •••••• •••••- of • • •• • • • • • t Proiect: Subiect: Designer: MIAMI, FLORIDA 9' HIGH CMU WALL (Fence) February 21, 2019 Wind Load analysis references: FBC 2010, chapter 16 & 18. ASCE 7-10 V = 175 mph wind speed, if height less than 6ft then FBC 2014, section 1616.2.1 else FBC2014, section 1620.2 orASCE7-10, Section 26.5 Kz = 0.85 velocity pressure exposure coefficient ASCE 7-10, SECTION 27.3.1. Kd = 0.85 wind directionality factor, ASCE 7-10, Table 26.6-1 q hASp = 33.99 psf velocity pressure, ASCE 7-10, 27.3.2, qz = 0.00256 Kz Kzt Kd VA2 • • • • S = h = 9.00 ft ASCE 7-10, Table 29.4-1 : • • • • • • • B = 5.00 ft ASCE 7-10, Table 29.4-1 • • • • • • • • • Cf = 1.55 • • • • • form coefficient ASCE 7-10, F = qh G CFAs, taking As=1j : wind pressure over solid area ONLY, ASCE 7-10, F = qh ttf • • Popen sign = 44.78 psf Af, taking Af=lftz • • i • • i • • • 1 Mason Slender Mll ` !y._ File D:1Works1CMUWAL 1.EC6 -- ENERCALC,.INC.,1983 2017, BuiItl.10.17.9 30, Ver;]017:9.30 Description : 9FT HIGH CMU WALL Gode References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information _ _ t Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane DO Ratio = 0 Fr - Rupture = 61.0 psi Rebar "d" distance 3.8125 in Minimum Vertical Steel % = 0,0020 Em = fm * = 900.0 Lower Level Rebar ... Max % of p bal. = 0.1465 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 16 in Block Weight Normal Weight • • Wall Weight = 66.0psf : .`• `��� ����:� Wall is grouted at rebar cells only •� •� • : �• i_ One;StorvWall Dimensions_ _ •..... A Clear Height = 9.0 ft B B Parapet height = ft Wall Support Condition Top Free, Bottom Fix Lateral Loads Wind Loads: Full area WIND load A } N.H.- Fi �G - ..I•p- _,� G �a •,e_yeh �.�. � an I - Seismic Loads : 45.0 psf Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Direct entry of Lateral Wall Weight psf Fp 1.0 = 0.0 psf - " - - A-1):1Works\CMUWAL-1.EC6 " Mason Slender Wall _ �� ENERCALc, INC;1983-2017, Build10.17.9.30 Vec10:17.9.30 Description : 9F' HIGH CMU WALL DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination. Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6249 +0.90D+1.60W Max Mu -2.938 k-ft Phi * Mn 4.701 k-ft PASS Service Deflection Check Actual Defl. Ratio U 171 Allowable Defl. Ratio 150 W Only Max. Deflection 0.6326 in PASS Axial Load Check Max Pu I Ag 0.5032 psi Max. Allow. Defl. 1.440 in +0.90D+1.60W Location 0.150 ft 0.2 *fm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.007213 Aslbd 5.1465 rho bal 0.1465 Maximum Reactions for Load Combination.... 0000 ... Top Horizontal •••• 0.0 k ••••0• Base Horizontal ••. W Only • • • • 0.4050 k • Vertical Reaction +D+0.60W • • • • • • • • 8.440 k • • • •:. • DesignjMCombinatlonsrvMomenfs axtmum 2 y Results reported fqr;§trip Widtty' = 12.in. Axial Load Moment Values 0006 (T6 * • • • • • Load Combination Pu 0.2*f m*b*t Mcr Mu Phi Phi Mn As •R9ORatio rhs Lal • • 00000 k k k-ft k-ft k-ft in12 • • • • +0.90D+1.60W at 0.00 to 0.30 0.000 20.880 0.50 2.94 0.90 4.70 0.330 •90"- P• 0.1465 • • • DeSI n Maxirllum Comtiinatlons -Deflections 9 y-_ .�_... Results reported for "strip Widths = 12.in. •....• 000000 y Axial Load Moment Values Stiffness ; 1 1 • •. Deflections ;.. •.; Load Combination Pu Mcr Mactual I gross I cracked I effective• Ddflection : pet► vatio • • k k-ft k-ft in14 1n14 014 in • • • • W Only at 8.70 to 9.00 0.002 0.50 0.00 376.00 51.09 376.000 0.633 170.7 Reactions'- Vertical & HorlZOnta_I m T Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 0.594 k +D+0.60W 0.2 k 0.00 k 0.594 k +D+0.70E 0.0 k 0.00 k 0,594 k +D+0.450W 0.2 k 0.00 k 0.594 k +D+0.5250E 0.0 k 0.00 k 0.594 k +0.601)460W 0.2 k 0.00 k 0,356 k +0.60D+0.70E 0.0 k 0.00 k 0.356 k W Only 0.4 k 0.00 k 0.000 k E Only 0.0 k 0.00 k 0.000 k Proiect: Subiect: Designer: MIAMI, FLORIDA 0' TO U HIGH CMU WALL Wind Load analysis references: FBC 2010, chapter 16 & 18. ASCE 7-10 February 21, 2019 wind speed, if height less than 6ft then FBC 2014, section 1616.2.1 else V = 115 mph FBC2014, section 1620.2 or ASCE 7-10, Section 26.5 Kz = 0.85 velocity pressure exposure coefficient ASCE 7-10, SECTION 27.3.1. Kd = 0.85 wind directionality factor, ASCE 7-10, Table 26.6-1 q hAso = 14.68 psf velocity pressure, ASCE 7-10, 27.3.2, qz = 0.00256 Kz Kzt Kd VA2 s = h = 6.00 ft ASCE 7-10, Table 29.4-1 B = 10.00 ft ASCE 7-10, Table 29.4-1 • . •' • • • • Cf = 1.45 form coefficient ASCE?-10, F= qh GCfAs, taking As=ljt3 • • • wind pressure over solid area ONLY, ASCE 7-10, F = gh•Cl • • • • • • • • Popen sign - 18.09 psf Af taking Af=lftz • • • •• •• •• •• •.•••• •••••• .e • • •• •••••• Masdn Slender Wall- ;• Y_ Marx+ ur r _ _ _ „ _M ENERCACC',IN Fie -D:0.,7.9ICMUWALIEG6"� �C. 7983-2017 Bild:10:I ' .30; % e0.17.9.30-- Description 6FT HIGH CMU WALL Code_References Calculations per ACI 530-13, IBC 2015. CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane Defl Ratio = 0 Fr - Rupture = 61.0 psi Rebar "d" distance 3.813 in Minimum Vertical Steel % = 0.0020 Em = f m * = 900.0 Lower Level Rebar ... Max %of p bal. = 0.1035 Bar Size # Bar Spacing 5 48 in Grout Density = 140 pcf Block Weight Normal Weight Wall Weight = 55.0 psf W II is routed at rebar cells onl a 9 J •... Goes One Sto,ryWalhdimensions _ • ""•• A Clear Height = 6 ft "a • .�s• '• B Parapet height = 0.0 ft B M i o-iu#P�r J• ' • 01 Wall Support Condition Top Free, Bottom Fix .4u h , .5 : sir, ' "� •••••• MA 9 } �+ A ti� �Y��i s ��p��: ry�� 0� k� d 4i S 1 'S �' �'A u t • • • � Lateral Loads ] Wind Loads: Y Seismic Loads Full area WIND load 19 psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 0.0 psf Fp 1.0 = 0.0 psf file,= D:IWoft1CMUWAL-1.EC6 MaSOniy Slender -Wall ENERCALC:INC,'1983-A17 Build10.17.9.30;Ver:10.17.9.3D Description : 6FT HIGH CMU WALL DESIGN SUMMARY �__ Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4289 +0.90D+1.60W Max Mu -0.5476 k-ft Phi * Mn 1.277 k-ft PASS Service Deflection Check Actual Defl. Ratio L/ 6,189 Allowable Defl. Ratio 150 W Only Max. Deflection 0.01163 in PASS Axial Load Check Max Pu I Ag 0.3586 psi Max. Allow. Defl. 0.960 in +0.90D+1.60W Location 0.10 ft 0.2 *fm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.001694 Aslbd ®.1035 rho bal 0.1035 Maximum Reactions ... for Load Combination.... Top Horizontal 0.0 k Base Horizontal W Only 0.1140 k Vertical Reaction D Only .' • OS30 k Deslgri Maximum Combi'nations- Moments, u i Results reported for Stri{i Width= 1� ire .� Axial Load Moment Values • •,,; • 0.6 * • • Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As / s•Ratio rho bal k k k-ft k-ft k-ft in12 • • ��_� _ • • +0.90D+1.60W at 0.00 to 0.20 0.000 16.560 0.44 0.55 0.90 1.28 •00 •• 0.078 0.00�7 0035 ••+•+ - - -.,. ions' Desi n-Maximum Combinations -Deflections Results reported or•'Strip p t. •„ Width' _ t2 i ••••• Axial Load Moment Values Stiffness • • •.. Deflections Load Combination Pu Mcr Mactual I gross I cracked I effectije •D�flection Defl. Ratio •� 4 4_ff k_ft in^d in^d in^4 in _ _ _ _ • • • • • • W Only at 5.80 to 6.00 0.000 0.44 u.ou 331.1u 11.u4 ssl.luu• • - u.viZ o, iaaa ; • • • • s _. _ Reactions Vertical &Horizontal _ Results reported for "Strip WidtA. s 1. • Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 0.330 k +D+0.60W 0.1 k 0.00 k 0.330 k +D+0.70E 0.0 k 0.00 k 0.330 k +D+0.450W 0.1 k 0.00 k 0.330 k +D+0.5250E 0.0 k 0.00 k 0.330 k +0.60D+0.60W 0.1 k 0.00 k 0.198 k +0.60D+0.70E 0.0 k 0.00 k 0.198 k W Only 0.1 k 0.00 k 0.000 k E Only 0.0 k 0.00 k 0.000 k o. ., Terra Tech Consultants, Inc. ♦ trwironrrwftl * Foundations ♦Geol echnical* lnspctions ♦ Construction Materials Testing SOIL STATEMENT ' • May �, 2019 . City of Miami Shores • •' • • ' Building & Planning Department • 10050 NE 2nd Ave. :" ;.... Miami Shores, FL 33138 , • • . RE: Patio Terrace 1273 NE 92" d Street Miami Shores, FL 33138 Job No: SS-19-3812-B To whom it may concern, A representative of Terra -Tech Consultants, Inc. has inspected the footings at the above referenced property. It is our professional opinion that the existing soil meets or exceeds a bearing capacity of 2000 psf. Terra -Tech Consultants, Inc. appreciates the opportunity of assisting you in this project. If you have any questions or if we may be of further assistance, please contact this office. Respectfully Submitted TERRA -TECH CONSULTANTS INC. Rafael E. Dor-z -S'eda P.E Professional Engineer No, 39228" State of Florida =� P.O. Boot 9122B6 ♦ Miami, FL 33197 ♦ (34;ce W51156-2633 ♦ Fax W5/232 5995 MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Nu-Vue Industries, Inc. 1055 East 291' Street Hialeah, FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Da;e Gounty Pro(fucl Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dad%(;gt1i1ty) re�rvo $e right,, . • to have this product or material tested for quality assurance purposes. If this pj9d4(;X or material fails to perform in the accepted manner, the manufacturer will incur the expense of such tasting and othe .9.HJ mW 0 immediately revoke, modify, or suspend the use of such product or material witilut•their jurisdction. RER.... reserves the right to revoke this acceptance, if it is determined by Miami-Dade•f oapty PrQdup Control• : • - Section that this product or material fails to meet the requirements of the applicable bulling code.• • • • •; • This product is approved as described herein, and has been designed to comply witt'tiiMorida Building Code, including the High Velocity Hurricane Zone. • ' :...:. """ . . DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVAG 37.Steel.Wopd :" Connectors • APPROVAL DOCUMENT: Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 03/06/2018, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA # 17-0802.10 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 18-0312.06 Expiration Date: May 22, 2023 Approval Date: May 17, 2018 Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. Evidence Submitted Under Previous NOAs A. DRAWINGS "Submitted under NOA #16-0201.22" 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 08-0325.02" Test reports on wood connectors per ASTM D 1761-88 by Product Testing, Inc., signed and• • sealed by C. R. Caudel, P.E. • • • • • • • • • • Report No. Wood Connector Load Direction '..' ate • • 1. 05-5195A AB-5 F1 and F2 .o..42/15/68.' ....:. 2. 05-5196A AB-7 171 and F2 • • • : • 92/15/08 . 3. 04-4995 NVTHJ-26 Upward . • • • • Q 1/311V, . 0 ; • • 4. 0 04-4996 NVTHJ-28 Upward .0001/31/05 • •; • • • 5. 05-5612 IKE-1 Upward, L1 and L2 00:0003/20/Q6 V: ""' 6. 06-5622 IKE-2 Upward, L1 and L2 00 0005/01/090 • 0 •' • • • • 7. 04-4908 NVTT Upward and L1 ; • : • j7/21/Q4 • 0 S. • • • • 03-4631 NVTT Upward and LI .06/21/014•.•• 9. 08-6711 NVHC-37 Upward, L1 and L2 '..' 03/14/08 .. 10. 04-4641 NVSTA Upward, L1 and L2 03/17/a4:..� 11. 04-4642 NVHTA Upward, L1 and L2 03/22/04 C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations, prepared by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "Submitted under NOA #16-0201.22" 1. Statement letter of code conformance to the 5' edition (2014) FBC and of no financial interest, dated 01/29/2016, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 13-0206.17" 2. Statement letter of code conformance to 2010 FBC and no financial interest, dated 01/31/2013, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 18-0312.06 Expiration Date: May 22, 2023 Approval Date: May 17, 2018 E-1 t Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 2. Evidence submitted under NOA # 17-0802.10 A. DRAWINGS 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 07/17/2017, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS • • • • 1. None. •••• •••••• ...... .. . ...... C. CALCULATIONS • • • • • • 1. None. .... ����•� . ..... ...... . ... ..... .. .. .. . ...... D. ASSURANCE """ • QUALITY 1. Miami -Dade Department of Regulatory and Economic Resources (CER) . . ...... E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`h Edition (2014) and 61h Edition (2017) FBC and of no financial interest, dated 07/25/2017, signed and sealed by Vipin N. Tolat, P.E. E-2 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 18-0312.06 Expiration Date: May 22, 2023 Approval Date: May 17, 2018 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. New Evidence Submitted A. DRAWINGS 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 03/06/2018, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS 0000 . . .... 1. None. .. ...... ...... .. . ...... C. CALCULATIONS • • • • 1. Adjustment factor calculations ASTM D7147, by,iptn N. Tolat, P.E., • • •; • • per prepared Consulting Engineer, dated 03/06/2018, signed and sealed by �pi*ri N. Tolat,7.$. D. . . . . QUALITY ASSURANCE • • • • • • ...... 1. Miami -Dade Department of Regulatory and Economic Resource0(I4ER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 61h Edition (2017) FBC and of no financial interest, dated 03/10/2018, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrrera, P.E. Product Control Examiner NOA No. 18-0312.06 Expiration Date: May 22, 2023 Approval Date: May 17, 2018 E-3 18 Gauge Angle Clips. W2 WI W2 WI IFI s, �aor 0 r L L a s o F2 AB-7 AB-5 Typical Installation Product Dimensions (inches) Fastener Schedule Alowable Loads (lbs) Code Wl W2 L Header Joist F1 F2 AB5 lY2 2%6 5 3-10dxIY2" 3-10dx1Y2" 491 595 AB7 1% 2%6 7 4-10dx1Y2" 4-lOdxly" 573 794 Notes: Nail wider angle leg to Joist and Shorter leg to Header. GENERAL NOTES: I. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTM A653. 2. Allowable loads are based on National Desing specifications (NDS) for wood construction, 2015 and FBC 2017. 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS 2015, G=0.55 and have been reduced for Penetration Depth factor P/1 OD. 5. Allowable loads for wind uplift have already been increased by a duration factor of 60% for anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + Actual L1 + Actual L2 <_I.0 Allowable Uplift Allowable Ll Allowable L2 7. Allowable loads are based on I%" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC 2017. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D-1761 and ASTM D-7147. •• ••• • • • • • •• PRODUCT REWiED • • • • as complying with the Florida Building Code NOA-No. 18-0312.06 Eapint'on Datejli12Z/ZQ23 • By • • Miami -Da Rtod•ct C.• • • • •• • • •• $IP1W1 N•T A PE (CIVIL) • X. REG%A6W847 • • 15}}28 LRN RN CMEK LANE • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT 1d wi.t Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. UPLIFT .cared 'Wat to Assembly Product Code Dimension H (inches) Total No. Total No. of of Fasteners Fasteners in Allowable Loads (lbs) in Strap 20 GA. Seat 6 10d x li/2" IOd x ly'. Uplift L I L2 5 6 1046 700 1049 AssemblyDimension Product Code H (inches) Total No. of Fasteners in two Straps 10d x 11/" Total No. of Fasteners in 20 GA. Seat I Od x 1%2" Allowable Loads (Ibs) 6 Uplift 5 Uplift 6 L 1 6 L2 NVSTA12 12 NVHTA12 12 10 6 1506 1766 1050 1450 6 6 1141 760 1144 12 6 1695 1987 1181 1631 NVSTAI6 16 7 6 1236 823 1239 8 6 1331 887 1335 NVHTA16 16 6 1883 2208 1312 1812 NVSTA20 20 NVHTA20 20 r�14 16 6 2071 2429 1444 1994 9 6 1426 950 1430 18 6 2259 2649 1575 2175 NVSTA22 22 NVHTA22 22 Notes: 1. Nails are necessary in straps and seat to achieve, desing loads. 2. See note 6, sheet I for combined loading. 3. Nails through chords shall not force the truss plates. NVSTA24 24 NVHTA24 24 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. PRODUCT (✓;�y:SED • • • as comPying Jw611fim tMFFIEr1la • • Building tod• NOA-No. `11911-0312.06 Expiration D to 05/22/2023 --rrr— • By • • • Miami-0roduot ontrol • •• • • • • • .4• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 12 Gauge NVTHJ Truss Hip & Jack Hanger b a e Left e e Right e —c- - 1} d— Jack 1-2x NVTHJ-28 similar U.S. Patent No. 4,964,253 Allowable Loads (Ibs) S. Pine Nail Schedule Product Code Uplift P Loads Header Nails 16d (e) Hip Nail 10d Jack Nail IOd a b total c I d total NVT1-I126 1478 16 4 3 7 2 3 5 NVTH128 1931 20 5 4 9 2 3 5 20G Stud Plate Ties I— L o T H �y IKE-1 b ( ISOMETRIC) I L� a Typ. o YP• o Oa eo T" c TYP• H H IKE-1 IKE-2 UPLIFT TYPICAL IKEI INSTALATION Dimensions (inches) Fasteners Allowable Loads (Ibs) Product Code W H L Stud Plate Uplift L1 L2 IKE 1 Iy 5 3y 6-10d 4-10d 787 337 337 IKE 2 Ij 6% 3% 6-10d 7-10d 932 451 318 Note: t*or 1-zx members IOdxly" nails can be used UPLIFT •• ••• • • • • • •• • • • Ai TOLPT: IW (CI l�e'J I • • • • • • • L.4REQ. #411B1117 •so 51�$L•ATaZ'EI�I C� � o • • - PRODUCT REVISED OU N.. X 70 r ° as ccm 1yi with the Florida NVTHJ-28 as shown Building Code m ' o "q. NVTHJ-26 similar HOA No. 18-0312.06 • ••• N = � EupiratioyDete 0 / 2023 • • Mlami-Daje ppducs�ntrol • ���> • 3 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1S Gauge NVTT Sanibel Truss Strap Product Dimensions (inches) Fasteners Schedule Allowable Loads (Ibs) Code W g H L Truss Top Plates Hollow Concrete Masonry Uplift L1 NVTT-1 146 1Y44 14 13 2-10dx1%" 6-10d _ 983 543 NVTT-2 1Y16 1% 14 13 2-1 Odxl%" —_- 6 Y4"Ox1 %" Tapcons 1584 465 1. 1-10dxIY2" nail is placed on each side of the Truss and 3-10dnails in each leg are placed in two top plates. 2. 3-y"dia. x 1%" long, 14" embedment tapcons are placed in each leg and into the hollow concrete masonry. Maintain 2ii" edge distance from top of the block and spacing of 3" between the tapcons. Nail hole Nail hole 9�6 W o. —L=13= NVrrland2 } UPLIFT 1S Gauge NVHC 37 5WAY Grip Clip (520) Nail Schedule Allowable Design Loads (Ibs) Product Code Description Header Joist Uplift LI L2 or Plate or Stud 16-8d or 12-8d or NVHC 37 5 Way Clip 16-10d 12-10d 700 559 627 UPLIFT UPLIFT I • _ L2 L2 2„ f �. 1%2•, PRODUCT REVISED as complying with the Florida Bullding Code NOA-No. 16-0312.06 Expiration Da a 05/22/2023 By Miami-DA46 Product Control • •• • • • • ••• • •• ••• NV7T-1 As Shown •• • • • •• NVTT-2 Similar except concrete masonry with tapwn anchors instead of Wood Plates and nails. • • 000 •• • 000 • • • • • • • • •• •• • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • w MINIhL XNEMMOM MIAMI-DADE MIAMI-DADE COUNTY melliali PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Nu-Vue Industries, Inc. 1055 E.29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building cod8. This product is approved as described herein, and has been designed to comply wit they-lorida MIM Code, including the High Velocity Hurricane Zone. . : 0 • • 0 DESCRIPTION: Series NVJH, NVTP/H, NVSO and NVHC Steel Wood Conn*JX% APPROVAL DOCUMENT: Drawing No. NU-3, titled "NVJH Joist Supports, WTP'& NVI=.91ate ' Anchors, NV SO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheet;* Oil, ugh 30of 3 i dated * 0 * 0 • 07/17/2017, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. TQI�',�.E., be&jpg tte ..... Miami -Dade County Product Control revision stamp with the Notice of Acceptancgiu"ber and expiration 0 • date by the Miami -Dade County Product Control Section. ....:. MISSILE IMPACT RATING: None ;...�; LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, c4.4�p, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 15-0507.02 and consists of this page I and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 17-0802.08 Expiration Date: July 30, 2020 Approval Date: November 2, 2017 �U'�¢( �� •, Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS NOAs A. DRAWINGS 1. Drawing No. NU-3, titled "NVJH Joist Supports, NVTP & NVTP.H Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheets 1 through 3 of 3, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 03-0730.03" Test reports on wood connectors per ASTM D 1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction Date 1. PT # 03.4303 NVTP4 Upward 04/21/03 2. PT # 03-4343 NVTP4H Upward 05/05/03 3. PT # 03-4344 NVTP4 Upward 05/01/03 4. PT # 03-4345 NVTP4H Upward 05/02/03 .... 5. PT # 03-4349 NVS0236 Up & Down 05/19/05.... • 6. PT # 03-4357 NVS0236 Up & Down '..' OS/20/03. ... 7. PT # 03-4358 NVJH24 Up & Down • • • : 05/30/03• • 6 8. PT # 03-4385 NVJH26 Up & Down • • • • 05/30/03 - 9. PT # 03-4386 NVS0236 Up & Down . • •' 0S/13/03...;. 10. PT # 03-4387 NVJH28 Up & Down 05/30/03� C. CALCULATIONS "Submitted under NOA # 05-0516.01 " 1. Report of Design Capacities, dated 07/13/2005, sheets I through 5 of 5, prepared. sigrWd sealed by Vipin N. Tolat, P.E. """ "Submitted under NOA # 03-0730.03" 0 0 0. 2. Report of Design Capacities, dated 07/22/2003, sheets 1 through 13 of 13, prepared,* signed and sealed by Vipin N. Tolat, P.E. FBI E. F. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) MATERIAL CERTIFICATIONS 1. None. STATEMENT 1. Statement letter of code conformance to 2010 and 5" (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 08-0828.02" 2. Statement Ietter of code conformance, no financial interest and no change o oduct, dated 08/21/2008, issued, signed and sealed by Vipin N. Tolat, P.E. o 24 pill arlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0802.08 Expiration Date: July 30, 2020 Approval Date: November 2, 2017 E -1 TABLE 1 JOIST SUPPORTS 18 G NVJH JOIST SUPPORTS Allowable Loads (lbs) Product Dimension Inches) Joist Double Single Fasteners cwtty looda twx Uplift Londe tsoz Code Size Header Header W H BS Double Header Single Header Joists N oa,a Hro�a °or S"'�H�� ble Size Size NVJH24 1 §y 3 3 2x4 2x6 2-2x4 2-2x6 2x4 2.6 6-10d 6-10d x 14' 4-10d . VV 744 744 - N VJH26 1 5 3 2x6 2-2x6 2x6 10-10d to -tad x t)@' 6-10d x lY,' 124D 1240 821 2x8 2-2x8 2x8 2x8 2-2x8 2x8 NVJH28 1 % 0,1 3 2x10 2-2xlo 2x10 14-10d 14-10d x th' 7-tad . W 1736 1736 1079 2xl2 2-2x12 2xl2 5 0 3_,\ Double Header General Notes: 1. Steel shall conform to ASTM A653, SS grade 33, min. yield 33 ksi, min. tensile strength 45 ksi and min. galvanized coating of G 60 per ASTM A653. 2. Allowable loads and fasteners are based on NDS 2015/2012. 3. Design loads are for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NDS 2015/2012. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1.0, per NDS 2015/2012. Design loads do not include 33% increase for steel and concrete. 5. Concrete in Tie beams sholl be min. of 2500 psi. Concrete Masonry, Grout and mortor in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift, L1 and L2 shall satisfy the following equation. Actual Uplift + Actual 1 + Actual L2 <=1.0 Allowable Uplift A own e 1 1 owable L 7. Allowable loads are based on 1Y2" thick wood members unless otherwise noted. 8_ All designs Conform to FBC 2017 and 2014. PRODUCT REVISED as complrn9 with the Florida Buihi .9 God. NOA No. 17-0802.08 i Y4. Y4" VIPIN N. TOLAT, PE (CIVIL) Expiration oa a 07/3012020 FL. REG. # 12847 15123 LA= CRFEK LANE By HOUSTON, TX 77068 Miam Product Control H i • • • • • • • • • • • Nu — e/ a"rt a Indushies, Inc. t, NVJH 26 as sh own • • 000 • • • • • • • 305alealL Fast 29 Str Hialeah, Florida 3301 t NVJH 24 & 28 Phone: (305) 694-039 similar but wlth FAX: (305) 644-039! 8S different holes. • • • • • • • • • • ! • 2�t �� � NVJH JOIST SUPPORTS W • • • • • • • :NU GT31 heet: Date: • • • • • • • • • • - of 3 Id7 l7, 2017 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 2. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip", sheets 1 through 3 of 3, dated 07/17/2017, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS 1. None. C. CALCULATIONS • • • • • • 1. None. ... .. . • ...... D. QUALITY ASSURANCE • • • • • • • • • • •... 1. Miami -Dade Department of Regulatory and Economic Resources (RRER) • • • • • • • • • • . . . . ...... E. MATERIAL CERTIFICATIONS 1. None. •••• F. STATEMENT 1. Statement letter of code conformance to the 5h Edition (2014) and 61 Edition (2017) FBC and of no financial interest, issued by Vipin N. Tolat, P.E., dated 07/25/2017, signed and sealed by Vipin N. Tolat, P.E. '"�� ,i/t-- Carlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0802.08 Expiration Date: July 30, 2020 Approval Date: November 2, 2017 E -2 • TABLE 2 TOP PLATE ANCHORS NVTP R NVTPH Size Prode t Gauge Dimensions (in) A 8 2x4/4x4 NVTP4 20 3�' 8" 2x6/4x6 NVTP6 20 5g" 8" 2x8/4x8 NVTP8 20 7J" 8" 2x4/4x4 NVTP4H 18 3R" 8" 2x6/4x6 NV1r 6H 18 5j" 8" 2x8/4x8 NVTP8H 18 7j" 8" Product code Total number of fasteners 1Od x 11i" Max. Uplift Capacity 133% (lbs) 6 8 10 12 NVTP 4,6,8 828 1087 1346 1605 NVTP 4H,6H,8H 938 1207 1476 1745 TABLE 3 NVSO 236, 16 GAUGE, HEAVY DUTY FACE MOUNT JOIST HANGER Fasteners Allowable Loads (Lbs.) Joist Header Header Joist GRAVITY 100% Uplift 160% Size Size 14-10d 6-111d 17511 1108 2-2x8 14-16d 6-16d 1875 1279 2x6-8 2-2xto 2-2x12 4—%"x 3" Le Screws 6-16d 800 1217 Notes: 1. See General Notes, Sheet 1. Heoder 2-2X Minimum Notes: 1. See General Notes, Sheet 1. 2. One half of all specified fasteners shall be used on each side of the stud to achieve tabulated values. 1 kz" �7 A BOLT HOLES 1/2" DIA. " NAIL HOLE 3/16" OIA. �_� ro\ Min. WIN N. TOLAT, PE (CIVIL) Stud o FL. REG. # 12847 2 x 4 Minimum 15123 LANTER CREEK LANE e o 0 o HOUSTON, T% 77068 • o • • • • • • • • Nu • • • • • • • • ° as com y2 with the Florida ° Building Code o NOA�io. 17-0802.08 • • • • • • • gBrTras t07r;/202 NVTP •• ••• 7 •VDWG f• • •• • •• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • a TABLE 4 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. Notes: For Uplift, use two clips, one on each side to comply with section 2321.7 of 1. See General Notes, Sheet 1. the FBC 3Ya., .y„ s I^1 1 Y2„ , U/2 n 3.... Y 2 Y4 , 1 Y2., .> 6' • 5Y' NVHC 43/2 NVHC 43 1-2X(1Y2"Wide) UPLIFT Use 2 Clip. PRODUCT REVISED 2-2X(3"wide) JUPLI.FT P as complyleg with the Florida one on each side Building CCoodd NOA-No. 17-0802.08 VIPIN N. TOLAT, PE (CIVIL) Fvcviratlon 07/30/2020 FL. REG. # 12847 By N_C43 15123 CANTER CREEK LANE Miamf ad product Control L2 NVHC43 2 HOUSTON, TX 77068 iLiLli_i a �T9y%1tLi- • • 1 V — 4� a Industries.• • • • 1053-1059 East 29 street iiialeah.(3 Florida 0397(305) 694-0397Mr. (306) 694-0398 s•• • • NVHC 43 & NVHC 43/2 HURRICANE CLIP. • • •llWG #: Sheet: Dte• • • • • NU—',j 3 of 3 JuIv 17. 211, FASTENERS DESIGNLCADS(LBS) PRODUCT DESCRIPTION HEADER JOIST uau� a 12 CODE NVHC 43 Hurricane Clip - Wide 9-lOd 9-lOd 687* 407 308 NVHC 43/2 Hurricane Clip - widez2 10-lOd 10-10d 917 547 432 ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • D 'A VILA Associates Services, Inc. tificate of Authorization NO. 29o56 & NO. LB7538 Main Line: (305) 953-2600 I Fax: (305) 953-2603 WWW.DAVILAASSOCIATESSERVICES.COM fr. . , 1 5/j Gt�at< .A 11' ►�i�i�i�i�i�i�i�i ��i�i� • 11 W *4 *04i�i . �I�I�I�I �I�I�I�I�I�I�I�� •I�Ii • ��i�i�i��i�i�i�i�►�i�i�i i�i�i4 1 ��i�i�i •i�i�i�i���i�i�i�i�i�i% •, • •� �� I I I I Ii LL LOT 16 .., 04 1� • i i'�I�I�I�I�Ii 1 w '• ♦' I�I,��I�I�I�Ii 1 1 ►�� � �I�I�I�I� 1 11 A • ���� 1 11 y.�i� ' ►�i�i i�iti�i�% 0 ,• iI�I�I�I�I�I�Ii i •LOT .► I�I�I�I�I�I�Ii 15BLOCK i 2 •�� ��I�I�I�I�I�I�I� • ��I�I�I�I�I�I�fi UO ID 75.00' (R&MF) of �16' PARKWAY ................... ... .......................................................................... ..... .......... :.::: 0 .'. .......................... 0 ............, .. `� NE 92nd STREET ... �a :. . : : :: :: 19'..ASPH. PVMT (50' TOTAL R/W BY PLAT) a .:::...........::::......... .............:..:....... .... .... .......... . I • • MAMA • • •• • •••••• •••• • •••••• •••• •••••• • • •• •• • • • • • • •••• CLIENT: JULIO G._GONZALEZ AND RITA FERNANDEZ PROPERTY ADDRESS° 1273 NE 92 STREET M/AMISHORES, FL 33138 LEGAL DESCRIPTION:.a LOT 15, BLOCK 2,0FBAY LURE, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 44, PAGE ®3,7OF T,H� PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. ELEVATION INFORMATION: BM#1 M-800 ELE4/4, I.OM= 9.34' NE 96 STREET & v� U S 1 THESE ELEVATIONS WERE MEASURED USING C* SURVEY-GRADItGLOBAL POSITION SYSTEM r-+ EQUIPMENT, THAT -UTILIZES THE F.D.O.T. PERMANENT REFERENCE NETWORK AS ITS HIGH ACCURACY REFERENCE NETWORK BASED ON THE FLOOD'INS-URANCE RATE MAP 4 OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY DATED OR RE §'ED ON 09-11-09 THE HEREIN DESCRIBED E PROPERTY IS SITUAT.D WITHIN ZONE AE BASE FLOOD ELEkAT/ON;,940 COMMUNITY' 120652 PANEL NUMBER-0306 SUFFIX L EFFECTIVE PANELIATE 09-11-09 B.CORN LEGEND & ABBREVIATIONS A - ARC DISTANCE CU.P.- CONCRETE UnUTYPOLE L.M.E.- LAKE MAINTENANCE PO.T-POINT OF TANGENCY Sn.-STORY --^ . OVERHEAD UTILITY LINES A/C- AIR CONDITIONER PAD CP.-CONCRETEPORCH EASEMENT P.GC-POINTOF SWK-SIDEWALK . CONCRETE BLOCK WALL(CB.S) A E.-ANCHOR EASEMENT CS-GVNCRETESLAD '- MINUTES COMMENCEMENT S.LP-SETWONPIFE-K--11--M— = CHAIN LINK FENCE(C.LF) AR.-ALUMINUMROOF AS. -ALUMINUMSHED C.W.-CONCRETEWAL( D.E.- DRAINAGE EASEMENT (M)- MEASURED DISTANCE (MF)-MEASURED FIELD PO.B-POINTOFBEGINNING S.I.R.-SETIRONROD PR.C-POINTOFREVERSE S.P-SCREENED PORCH— - IRON FENCE(I.F.) ASPIC -ASPHALT D.M.E-O MNAGEMNNTENANCE M.E-MAINTENANCE CURVATURE S.V-SEWERVALVE — - � 'WOOD FENCE(WF) B.C.-SLOCKLTMNER EASEMENT EASEMENT PWY-PARKWAY •-SECONDS 0� -ELEVATIONS BLOG.-BUILDING DRWY-DRIVEWAY M.H.-MANHOLE PRM.-PERMANENT REFERENCE T- TANGENT B.M.-BENCHMARK •-DEGREES NAP.-NOTAPARTOF MONUMENT TWP-TOWNSHIP B.O B.-RASISOFSEARING (C)-CALCULATED ELEV.-ELEVATION ENCR.-ENCROACHMEW NGYD- NATIONAL GEODETIC VERTICAL DATUM P.L.S-PROFESSIONAL LAND UPL.-UTILITY SURVEYOR U.E-UP LITYEASEMENT CONTACT YOUR PROCESSOR Ca - CATCHBASIN F.M.-FIREHYDRANT NTS.-NOT TOSCN.E PP-POWERPOLE U.P-UTILIiYPOLF CBS -CONCRETE BLOCK FLP-FOUND IRON PIPE #.,NO -NUMBER P.U.E.-PUBLICURUTY W.M.-WATER METER STRUCTURE F.I.R.-FOUNDIRONROD 0/S-OFFSET EASEMENT WF.-WOOOFENCE CB.W- CONCRETEBLOCK WALL F FE.- FINISHED FLOOR GH,-OVERHEAD WP-WOODPORCH O CH. -CHORD ELEVATION O.H.L.- OVERHEAD UTIUTYLINES (R)-RECORD DISTANCE WR-WOOD ROOF CH B.-CHORD BEARING FAD. -FOUND NAIL &DISK O.R.B.- OFFICIAL RECORDS BOOK R.R.-RAILROAD WV- WATER VALVE CHL.-CHORD LENGTH CLEAR CL-EAR FT -FEET FNIP.-FEDERAL NATIONAL 0YH,-OVERHANG PVMT-PAVEMENT RE3.-RESIDENCE M-MONUMENTUNE 1 R/W-RIGHT-OF-WAY (-CENTERLINE CO.-CLEANOUT INSURANCE PROGRAM PL.-PLANTER RAD-RADIUS OR RADIAL A -DELTA CLF-CHANUNI(FENCE F.N.-FOUNDNAIL P.L-PROPERTYUNE RGE.-RANGE t-PROPERTYLINE CM.E- CANALMANTENANCE IN&EG.-iNGRESSAND EGRESS PCC-POINT OFOOMPOUND R.O.E-ROOFOVERHANG EASEMENT EASEMENT CURVATURE EASEMENT CONC-CONCRETE LP-LIGHTPOLE PC -POINT OFOURVATURE SEC -SECTION L.FE - LO WEST FLOOR ELEVATION LEGAL NOTES i0 ACCOMPANY SKETCH OF SURVEY: •THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. • EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, DRAWN BY: NH AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. • LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. • BOUNDARY SURVEY MEANS A DRAWING AND/OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO SCALE. • EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS DEPICTED OTHERWISE /. CHECKED BY. • FA • THE TERM'ENCROACHMENT- MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS, SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING • PLOT PLANS WITH CORRECT INFORMATION FOR'APPROVAL FOR AUTHORIZATION' TO THE PROPER AUTHORITIES INNEW CONSTRUCTION SCALE: 1 "= 20' UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING ANDAJR FOUNDATIONS. * . FENCE OWNERSHIP NOT DETERMINED. •THIS PLAN OF SURVEY, HAS BEENPREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATE DATE: 01-25-2019 :EEVA ON DATUM USED NGV019ANY 29D PARTY. S NOT EXTEND TFIELD • SURVEYOR'S NOTES: 1. CERTIFICATE OF AUTHORIZATION LB #7538. NOT VALID WITHOUT AN AUTHENTICATED ELECTRONIC SIGNATURE AND JOB NO: 19-65691 AUTHENTICATEDELECTRONICSEAL. t.TMSSURVEYISINTENGEOFORNEWPURGI.MORTOAGEORREFINANCEPU4PoSEOMY-EXCLIbI YFORT USEBYTHOSETOWHOMIT CERTIFIES. THIS SURVEYIS MOTTO BE USED FORCONSTRUCBON PERMITTING. DESIGN. OR ANYOTHER USE 3 WEMLLNOTBE RESPoN LEFORANYpSTAACE,AI.GLE.ORELEVAipNSTANEFROMTM6CRAN FORANYPUWVSEOF0.51GNOR SHEET: 1 OF 1 DALCMA➢ORB. CERTIFIED TO: - JULIO G. GONZALEZ AND RITA HERNANDEZ LOCATION SKETCH SCALE = N.T.S. LOT 7 LOT 8 LOT 9 LOT 10 LOT 16 LOT 11 LOT 15 I LOT 12 LOT 13 LOT 19 LOT 18 2 LOT 17 LOT 14 1 NE 92nd STREET D'AVILA & Associates Services, Inc. an rveyoro 8 EngM•BTB CERTIFICATE OF AUTHORIZATION NO. 29056 CERTIFICATE OF AUTHORIZATION NO, 7538 14750 NW 77 CT SUITE 204 MIAMI LAKES, FL 33016 PHONE:(305) 953- 26DO BY., 4 j {`� FRANCISCO A AGUIRRE P.E., P.L.S. (01-2 2019) PROFESSIONAL LAND SURVEYOR NO.: 3354 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THEATTESTING LAND SURVEYOR). SURVEYOR'S CERTIFICATION. I HEREBY CERTIFY TO: THAT THE ATTACHED BOUNDARY -SURVEY OF THE ABOVE DESCRIBED PROPERTY, IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF, AS RECENTLY SURVEYED AND PLOTTED UNDER MY RESPONSIBLE DIRECTION, AND THAT THERE ARE NO ABOVEGROUND ENCROACHMENTS UNLESS SHOWN THEREON. I FURTHER CERTIFY THIS SURVEY MEETS THE STANDARDS -OF -PRACTICE FOR BOUNDARY -SURVEYS, PURSUANT TO SECTION 472.027, FLORIDA STATUTES, AND ADOPTED IN CHAPTER 5J-17.050, FLORIDA ADMINISTRATIVE CODE. EFFECTIVE DATE' JANUARY 1, 2010; AS AMENDED FEBRUARY 23, 2005, 1 I PI O IDT'1 ra l`IV T-7 DIVISION Ot; d ENTAL RESOURC;�S ,fic�aT =161 MILIF&A SIGNATURE: 19 20 c4b 1 16190 109 r LOT 7 1.018 LOT 9 2 1.07 10 LOT 16 LOT 11 LOT 15 LOT 12 LOT ?.{ OT 13 LOT 18 LOT ' 7 LOT 14 NE 92nd STREET LOCATION PAN N.T.S. LOT 10 LOT 11 BLOCK 2 BLOCK 2 I ''f' 0 75.00° &MF) Na I�) ! Y .P. :;.L.F,1' , 4 i LOT 16 BLOCK 2 O 0 SECTIC TANK AND DRAIN FIELD, FOR LOCATION ONLY BASED ON VISUAL INSPECTION. ' T'PAVERS f { yo PAVE' •^i^OD DECK 22.20' b ONE STORY b L,4' / , RES. # 1273 00 N 40.0 ' rCi' 17 y • r i LCT 15 BLC CK2 PAVERS / PAVER 16' PARKWAY F''.P /z NC) .p 0�_27 LOT 13 BLOCK 2 SCOPE OF WORK — REPLACE WOOD DECK 'fgTH CONCRETE SLAB AND NEW PERGULA. LEGAL DESCRIPTION: 10TH ADDN TO RICHMOND HGTS ESTS PB 94-42 LOT 3 BILK 65 LOT SIZE 75.000 7: 1(�% OR 14909-2380 0291 1 OF THE PUBLIC RECORDS OF MIAMI DADE COUNTY, FLORIDA!* - FOI 10: 30-5019-014-1390 • • • • • • •••••• GENERAL NOTES: •• •• 1. THESE PLANS ARE NOT CONSIDERED COMPLETE UNTIL SIGNED AND SEALED BY ME • ENGINEER AND REVIEWED AND APPROVED BY THE CORRESPONDING PERMITTING AGENCIES. '.. • 2. PLANS SUBMITTED FOR HRS REQUIRMENTS r`J LLJ _J Q N z J 1?. Li . M LLJ r� Q• •••• LLJ = 0 LLJ: 1 -• • • 2 N ¢ • 000 • • •••• 4-2019 • HRS COMMENTS •• • • . 0000 . •••. •• ••• z CK Q Q J i t L r-- o L------- Q I I I EXISTING 0�3v 213 I BEDROOM i I I `\ // I I n BATH KITCHE!O L._IVINC�//RM o I S LOT14 I i I I \,2nd FLOOR b BLOCK L---------------------J O I I \ ABOVE I I P2nd FLOOR PAN 1'P,UJ1Q N.T,S. %.eq Q` N x i 0 54735 I m ,• J Cf\ I I y J �-- ---fir— - - - - - - - - - - - - - - - -----�'- I L--1--;\ - ---I----I--1 -_ • cc I .. Lu GARAGE fff I i j // \\ i i OF [U I \ f t---i I / \ I I � -o �• STATE I \ f l _ _ _ a - -- _----------7i- _ _ _ -I r- - t -I I \ I i's �% •, P • \ � EXISTII}U i°'"O�,•'PL O R•����� r- \\BEDIx60MIION,:��` 1 5A)0 I / \ I k I \ f I I / I \ I I �­ 'r ff \\ i I FAMILY RM I \/ I I/ EXISTN` G I I ..Pa4e e `t„r I f \ I >/ i i/ I I BEDRObM I I I ,f LOFT AB{3VE s• I I BA I HI I LP ............................. \ f f,............_.: NE 92nd STREET:: :::: ;:::::::..:. - O U _..._..... ,._::........00 I J ..~ :.�r....:..{:`::i18'A:SPH:..fP1M T: cf: r1 ir:•.1:'�::::r: l I€--.V:::. r �. r.1...'.'(50' OTALR'BY PLAT):- .::{:. .r.:.. ....................... ................ :i::ii:ii::}::{::::(::({?i ( I I N O OBJECT I U M--------------E� --� ------------cr- - Florida Health Miami -Dade County Q O.S.T.D.S. & Well Program Of SITE PAPS Application -LOOR PLAN _ m Application No - _ Cf - — �1---�- -- N.T.s. Date: � �e3 Signature n �- /\ X "AX 0 .2.3 p � / (D L F'u 00 PAVERS 20.80 GARAGE O O 1' o O T- 4 3' X pX n` �- DEMOLISH 4?' n 22.20' ONE STORY RES. # 1273 �, FF=7.00 0 / I n' 00.1 DEMOLISION PLAN N.T.S. 1 ,o" TYP, - 8 X B" .T. P ST, 9' FRO SLAB NCA 17-121302.08 C 43 10 ILS N H9 d NA ON GIST P.) 4" > 1 6" P.T BEAM - TIE BEAM - NOA 18-0312.06 NVSTA-12 (6) 10d X 1-1/2" ON SEAT AND (5) 10d X 1-1/2" ON STRAP. EMBED ANCHOR PORTION IN CONCRETE -2"X6"PT DECORATIVE CUT AT ENDS SEE CONNECTION DETAILS THIS SHEET - NOA 17-0802.08 NVHC 43/2 (10) 10d NAILS ON HEADER AND (10) 10d NAILS ON JOIST (TYP.) COLUMN SCHEDULE OFILLED CELLS COL W/3#5 DIA. BARS 0. ©1#5 DIA, FILLED CELLS AT EACH SIDE OF OPENINGS B"X 8" CONC. THICKEN EDGE W/1#5 'LI- v DIA. BARS CONT. -i (TYP.) \b 8"X 12" CONC. COL W/4#5 AND #3 STURRIPS 08" OC O (TYP.) #5 DIA, FILLED CELLS OTWO STARTER COLUMN =DENOTES 8" REINF. MASONRY BLOCK WALLS FILLED W/ 3000 PSI AND REINF. W-1#5 AT 48" O.0 MAX. AT —_ EVERY CORNER SIDE OF OPENING FOR OPENING LARGER THAN 4'-0" PLACE 2#5 EA. SIDE 0. FOOTINGS SCHEDULE WF-16: 12X16 CONT. CONC. FTG W/2#5 DIA. BARS 1. SLAB TO BE 4" CONC. SLAB ON VAPOR BARRIER OVER WELL COMPACTED FILL, REINFORCED W/6X6-10/10 WWM 2:HmDENOTES 8" REINF. MASONRY BLOCK WALLS FILLED W/ 3000 PSI AND REINF. W-1#5 AT 48" O.0 MAX. AT EVERY CORNER SIDE OF OPENING FOR OPENING LARGER THAN 4'-0" PLACE 2#5 EA. SIDE 3. COORDINATE ALL SLAB DEPRESSION AND OPENINGS W/ ARCHITECTURAL AND MECHANICAL DWGS. SOIL STATEMENT PRESUMTIVE CAPACITIES THE ALLOWABLE CAPACITY FOR SOIL CONSISTING Q OF UNDISTURBED SAND AND SOIL; SHALL BE TAKEN AS A MAX. OF 2000 PSF DESIGN LOAD OF THIS PROJECT DOES NOT EXCEED 2000 PSF. SEE SOIL STATEMENT DATED 5-9-2019 BY TERRA TECH CONSULTANTS, INC. ATTACHED. IF OTHER CONDITIONS EXIST. NOTIFY ENGINEER. 2"X6• PT d 1 NOA 17-0802.08 J a R' NOA 18-0312.06 NVHC 43 IF 7�F NVSTAI2 (9) 10d NAILS ON ( I HEADER ONSEAT AND (5) 10d X 1-1/2. ON MASONRY STRAP. EMBED 10dNAILS ON JOIST ANCHOR PORTION IN CONCRETE (� NECTION DETAIL N.T.S. 6•X6"-Wl.4 X W1.4 WWM FUM GRADE io 12" 36" �1j5 CONT. SOIL TREATMENT FOR SUBTERRANEAN TERMITE PREVENTION, ' 9 SOIL TREATMENT SHALL BE APPLIED UNDER ALL EXTERIOR E OR GRADE WITHIN ONE FOOT OF PRIMARY STRUCTURE S IN ACCORDANCE TO FBC. d STAIR DETAIL • — • PERGOLA PLAN N.T.S.1#5 DOM 0 4" O.C. yAL--�;7 1'-4" QALL HT 2 ' ABOVE F.F— E_©_©_© C NOTE: SEPTIC TANK NOT LOCATED IN — — — AREA OF CONSTRUCTION, SEPTIC TANK AND DRAIN FIELD IN THE FRONT AND WEST SIDE OF PROPERTY. �3' DEEP 2'-6"0 \ 1. THE GROUND SHALL BE A 4" 1 CONC. TYP. F ©� THICK CONCRETE SLAB REINF. EMBED PT POST x WITH ONE LAYER OF 6X6-W1.4X1.4 WELDED WIRE FABRIC PLACED AT I .PR POSED ELEVATION 10 1" BELOW MID -DEPTH. LO ST DOORWAY THR SHOLD 2. THE SLAB SHALL BE POURED ON A 6 MIL POLYETHYLENE VAPOR BARRIER ON FILL COMPACTED TO 98% OF THE MODIFIED PROCTOR DENSITY AS DETERMINED IN ACCORDANCE WITH ASTMD1557-78 3. JOINT SHALL BE FORMED OR v " APPROXIMAATELYLSQUARE PANELS NOT TO EXCEEDING 500 SQ. FT. 4 -CONC. WALL W/ #6 016"O.C. ADD ONE #3 REBAR 0 EAC STAIR AT CENTER HEIGHT C EACH STAIR 6" HT \ B �C O� EACH AREA 4" CONC. SLAB W//6"X6"-10/10 1/4" FELT SEPEl,ATOR WWM ON MECH. COMPACTED FILL AGAINST EXIST. WALLS I B O 1. THE GROUND SHALL BE A 4" THICK CONCRET SLAB REINF. WITH ONE LAYER OF 6X6 - W11.4X1.4 WELDED WIRE FABRIC PLACED AT MID -DEPTH. 2. THE SLAB SHALL BE POURED ON A 6 MIL POLYEHLYNE VAPOR BARRIER ON FILL COMPACTED TO 98%. OF THE MODIFIED PROTOR O B DENSITY AS DETERMINED IN ACCORDANCE WITH ASTM D1557-78 3. JOINT SHALL BE FORMED OR SAWN IN THE J I e SLAB TO PRODUCE APPROXIMATELY SQUARE OEPANELS NOT TO EXCEED 500 SQ. FT. EACH AREA. - - - - SLAB PLAN ADD ONE #3 REBAR 0 EACH ►ee NOA 17-0802.08 NVHC 43/2 (10) 10d NAILS ON HEADER AND (10) 10d NAILS ON JOIST (TYP.) 4" CONC. SLAB r/6•E6•-10/10 M ON YECD. COMPACTED FU 0.000 >m VL9QIJEBN VAPOR RAM CONC. M. , DIA. BARS CONT. • 11mrAU,DT<4' 6•xO•CONC. TIE DEAN r/1/5 SOIL STATEMENT COST. ADD 1}515'-0• IDNG DENT AT CORNERS SOIL OBSERVED TO DE SAND AND EOCE r/BRARlNG CAPACTfY OF 200o PS! >n VLSDIL INSPELMON 0•z12•C0NC. TO BEAM r/405 CON[. ADD 2/5E5-0" IDNG HEN[ AT COMM /9 TM • 12. O.0 PROVIDE HOB. TTPE TROSS FROM 5/0• STUCCO ON 0' CONC. BLL E 1119 TRUSS (1�H],ACt COURSE - `V; ���. MY vlsv10 TIE DOWN 115 IN CONC. MUM 5/0• TIDCE FMM JOINT _� cl� E5 Dor14 50• wxc ABOVE FOOMIGS /[:4- CONC. SAD r/0•E6•-10/10 r11ONMMCH. COYPACIRD FILLOnierO visqueen vapor T.0 `FUM GRAVE / IN r�' . r..-, .�.. DIA. � CONE. jO NRA'L e�� �F�ttttt��� WALL SECTION N.T.S. w 0 15 DATc No 54735 �:. STATE OF .:��/ THESE PLANS ARE NOT CONSIDERED COMPLETE -UNTIL SIGNED AND SEALED BY THE - ENGINEER AND REVIEWED AND APPROVED BY THE CORRESPONDING PERMITTING AGENCII